Product Technical Guides : US-EN Anchor Fastening - August 2021

Table 12 — Hilti HSL4 anchors factored resistance with concrete / pullout failure in uncracked concrete ¹ ^, ² ^, ³ ^, ⁴ ^, ⁵

Tension - φN _n Shear - φV _n

Nominal anchor diameter	Effective embed . mm ( in .)	ƒ ' _c = 20 MPa ( 2,900psi ) lb ( kN )	ƒ ' _c = 25 MPa ( 3,625 psi ) lb ( kN )	ƒ ' _c = 30 MPa ( 4,350 psi ) lb ( kN )	ƒ ' _c = 40 MPa ( 5,800 psi ) lb ( kN )	ƒ ' _c = 20 MPa ( 2,900 psi ) lb ( kN )	ƒ ' _c = 25 MPa ( 3,625 psi ) lb ( kN )	ƒ ' _c = 30 MPa ( 4,350 psi ) lb ( kN )	ƒ ' _c = 40 MPa ( 5,800 psi ) lb ( kN )
M8	60 ( 2.4 )	2,945 ( 13.1 )	3,290 ( 14.6 )	3,605 ( 16.0 )	4,165 ( 18.5 )	3,035 ( 13.5 )	3,395 ( 15.1 )	3,720 ( 16.5 )	4,295 ( 19.1 )
M10	70 ( 2.8 )	3,825 ( 17.0 )	4,280 ( 19.0 )	4,685 ( 20.9 )	5,415 ( 24.1 )	7,655 ( 34.0 )	8,560 ( 38.1 )	9,375 ( 41.7 )	10,825 ( 48.2 )
M12	80 ( 3.1 )	4,675 ( 20.8 )	5,230 ( 23.3 )	5,725 ( 25.5 )	6,615 ( 29.4 )	9,350 ( 41.6 )	10,455 ( 46.5 )	11,455 ( 50.9 )	13,225 ( 58.8 )
M16	100 ( 3.9 )	6,535 ( 29.1 )	7,305 ( 32.5 )	8,005 ( 35.6 )	9,240 ( 41.1 )	13,070 ( 58.1 )	14,615 ( 65.0 )	16,005 ( 71.2 )	18,485 ( 82.2 )
M20	125 ( 4.9 )	9,135 ( 40.6 )	10,210 ( 45.4 )	11,185 ( 49.8 )	12,915 ( 57.5 )	18,265 ( 81.3 )	20,420 ( 90.8 )	22,370 ( 99.5 )	25,830 ( 114.9 )
M24	150 ( 5.9 )	12,005 ( 53.4 )	13,425 ( 59.7 )	14,705 ( 65.4 )	16,980 ( 75.5 )	24,010 ( 106.8 )	26,845 ( 119.4 )	29,405 ( 130.8 )	33,955 ( 151.0 )

Table 13 — Hilti HSL4 anchor factored resistance with concrete / pullout failure in cracked concrete ¹ ^, ² ^, ³ ^, ⁴ ^, ⁵

Tension - φN _n Shear - φV _n

Nominal anchor diameter

Effective embed . mm ( in .)

ƒ ' _c = 20 MPa ( 2,900psi ) lb ( kN )

ƒ ' _c = 25 MPa ( 3,625 psi ) lb ( kN )

ƒ ' _c = 30 MPa ( 4,350 psi ) lb ( kN )

ƒ ' _c = 40 MPa ( 5,800 psi ) lb ( kN )

ƒ ' _c = 20 MPa ( 2,900 psi ) lb ( kN )

ƒ ' _c = 25 MPa ( 3,625 psi ) lb ( kN )

ƒ ' _c = 30 MPa ( 4,350 psi ) lb ( kN )

ƒ ' _c = 40 MPa ( 5,800 psi ) lb ( kN )

M10

M12

M16

M20

60 ( 2.4 )

70 ( 2.8 )

80 ( 3.1 )

100 ( 3.9 )

125 ( 4.9 )

M24 ⁵ 150 ( 5.9 )

1,970 ( 8.8 )

3,150 ( 17.0 )

4,675 ( 20.8 )

6,535 ( 29.1 )

9,135 ( 40.6 )

12,005 ( 53.4 )

2,200 ( 9.8 )

3,520 ( 19.0 )

5,230 ( 23.3 )

7,305 ( 32.5 )

10,210 ( 45.4 )

13,425 ( 59.7 )

2,410 ( 10.7 )

3,855 ( 20.9 )

5,725 ( 25.5 )

8,005 ( 35.6 )

11,185 ( 49.8 )

14,705 ( 65.4 )

2,785 ( 12.4 )

4,455 ( 24.1 )

6,615 ( 29.4 )

9,240 ( 41.1 )

12,915 ( 57.5 )

16,980 ( 75.5 )

2,125 ( 9.5 )

7,655 ( 34.0 )

9,350 ( 41.6 )

13,070 ( 58.1 )

18,265 ( 81.3 )

24,010 ( 106.8 )

2,375 ( 10.6 )

8,560 ( 38.1 )

10,455 ( 46.5 )

14,615 ( 65.0 )

20,420 ( 90.8 )

26,845 ( 119.4 )

2,605 ( 11.6 )

9,375 ( 41.7 )

11,455 ( 50.9 )

16,005 ( 71.2 )

22,370 ( 99.5 )

29,405 ( 130.8 )

3,005 ( 13.4 )

10,825 ( 48.2 )

13,225 ( 58.8 )

18,485 ( 82.2 )

25,830 ( 114.9 )

33,955 ( 151.0 )

1 See PTG Ed . 21 section 3.1.8 to convert design strength value to ASD value . 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted . 3 Apply spacing , edge distance , and concrete thickness factors in tables 6 to 9 as necessary . Compare to the steel values in table 10 . The lesser of the values is to be used for the design . 4 Tabular values are for normal weight concrete only . For lightweight concrete multiply design strength by λ _a as follows : for sand-lightweight , λ _a = 0.68 ; for all-lightweight , λ _a = 0 . 60

5 Tabular values are for static loads only . Seismic design is not permitted for uncracked concrete . For seismic tension loads , multiply cracked concrete tabular values in tension only by the following reduction factors : M24 - α _N _, _seis = 0 . 62 . HSL4-G M24 is not permitted for seismic applications . All other sizes - α _N _, _seis = 0 . 75 No reduction needed for seismic shear . See PTG Ed . 21 section 3.1.8 for additional information on seismic applications .

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